A more advanced method of composite beam construction is one, where profiled deck slabs are connected to steel beams through Shear connectors. Composite action can be obtained by reducing or preventing the relative displacement of concrete and steel elements at their interface. Shear connectors are used to provide this composite action. And also the steel sheeting itself acts as the bottom reinforcement and influences the capacity of the section. To resist horizontal shear and vertical uplift forces in composite steel-concrete structures, the most commonly used type of shear connector is the head stud. This type of connector contributes to the shear transfer and prevents uplift, as it is designed to work as an arc welding electrode, and, simultaneously, after the welding, acts as the resisting connector with a suitable head. As a result of the high degree of automation in the workshop or on site, this type of connector is commonly used worldwide. Using large diameter stud when the longitudinal shear force is larger have significant effect on the cost of the project by reducing welding time, man power cost, material cost and so on. In other case to increase the composite action in composite slabs now a days the profiled sheeting will have central stiffener in addition to indentations. For such cases the headed stud connector should be welded off center and the position change has an effect on its capacity. Therefor in this study we combined this two parameters, i.e. the variation of large diameter stud and the layout of headed stud on the ribs of the profiled sheeting using different concrete strength. For modeling push out test a finite element software ABAQUS/implicit was used. A three dimensional nonlinear finite element model of the composite steel beam and a concrete slab with profile sheeting transverse to the supporting beam was conducted to study the behavior of the connection. Both material and geometric nonlinearity were taken into account. The results obtained from the finite element analysis were verified against experimental results of other researches. From the parametric study the result of the analytical result using euro code 4 rule overestimated the numerical result of 22 mm headed stud up to 7 %. For the layout of headed stud in the rib of the profiled sheeting the favorable position had higher capacity than the other positions. And the concrete strength variation has higher effect for large diameters studs than smaller diameters.